noorasmahaa040175ttt

CORRELATION BETWEEN CBR VALUE AND

UNDRAINED SHEAR STRENGTH FROM

VANE SHEAR TEST

NOOR ASMAH BINTI HUSSIN

A report submitted in partial fulfillment of the

requirements for the award of the degree of

Bachelor of Civil Engineering

Faculty of Civil Engineering

Universiti Teknologi Malaysia

APRIL, 2008

I declare that this thesis entitled Correlatioan between CBR Value

and Undrained Shear Strength from Vane Shear Test is the result

of my own research except as cited in the references. The thesis

has not been accepted for any degree and is not concurrently

submitted in candidature of any other degree.

Signature :

Name : Noor Asmah Binti Hussin

Date : 28 April 2008

TO MY BELOVED PARENTS, FAMILY AND FRIENDS

ACKNOWLEDGEMENT

I would like to take this opportunity to express my special thanks firstly to my

supervisor, Prof. Dr. Khairul Anuar Bin Kassim, for spending his precious time to

supervise my research, always gives advices and invaluable guidance towards the

preparation of this thesis.

Secondly, I would like extend my thanks and appreciation to FKA Geotechnical

Lab technicians, FKA lecturers and staffs for their guidance and help to complete my

research. And also not to forget the supports and helps from all my friends and who ever

involved direct or indirectly in my research, thank you so much.

Last but not least, a thousand thanks to my beloved parents and my family,

without your love, caring and supports, I cant finish my final year thesis and also

complete my study in UTM.

ABSTRACT

California Bearing Ratio (CBR) is a commonly used indirect method to

assess the stiffness modulus and shear strength of subgrade in pavement design works.

Over the years, many correlations had been proposed by various researchers. A study

was carried out to find the correlation between CBR values and undrained shear strength

for three types of soils. Correlation developed will be used as a basis for prediction.

Several soil samples with different PI and moisture content were compacted and tested

using CBR test and Vane shear test to obtain the data to establish the correlation. Based

on the results, a correlation had been proposed to predict the CBR values of the soil

sample for silty to clayey soil. These correlations were developed based on the

undrained shear strength from vane shear test. The established correlation from this

study covers only for Malaysian practices in predicting CBR values for subgrade.

ABSTRAK

Nisbah Galas California (CBR) merupakan satu kaedah tidak langsung

untuk mengukur modulus kekerasan dan kekuatan ricih tanah bagi kerja-kerja

rekabentuk jalan raya berturap. Dalam beberapa tahun lalu, pelbagai korelasi telah

dicadangkan oleh ramai penyelidik. Satu penyelidikan telah dijalankan untuk

mendapatkan korelasi antara nilai CBR dengan kekuatan ricih tanah tak bersalir daripada

ujian ricih Vane (Vane shear test) untuk tiga jenis tanah. Korelasi yang telah diterbitkan

akan digunakan sebagai asas ramalan. Beberapa jenis tanah dengan indeks keplastikan

dan kandungan air berbeza dipadatkan dan diuji menggunakan ujian CBR dan ujian ricih

Vane untuk mendapatkan data-data yang diperlukan untuk menerbitkan korelasi.

Merujuk kepada keputusan, satu korelasi telah di cadangkan untuk meramal nilai CBR

untuk sampel tanah dari jenis berkelodak hingga ke tanah liat. Korelasi ini diterbitkan

berdasarkan kekuatan ricih tak bersalir daripada ujian ricih Vane. Korelasi yang telah

diterbitkan daripada penyelidikan ini hanya sesuai untuk meramalkan nilai CBR untuk

jalan raya berturap di Malaysia.

TABLE OF CONTENTS

CHAPTER TITLE PAGE

TITLE i

DECLARATION ii

DEDICATION iii

ACKNOWLEDGEMENT iv

ABSTRACT v

ABSTRAK vi

TABLE OF CONTENTS vii

LIST OF TABLES x

LIST OF FIGURES xi

LIST OF SYMBOLS xii

LIST OF APPENDICES xiii

1 INTRODUCTION

1.1 BACKGROUND OF STUDY 1

1.2 PROBLEM STATEMENT 2

1.3 OBJECTIVES OF RESEARCH 3

1.4 SCOPE OF RESEARCH 3

1.5 SIGNIFICANCE OF RESEARCH 4

2 LITERATURE REVIEW

2.1 COHESIVE SOIL 5

2.2 SHEAR STRENGTH OF COHESIVE SOIL 5

2.3 UNDRAINED SHEAR STRENGTH 7

2.3.1 UNCONFINED COMPRESSION

TEST 8

2.3.3 VANE SHEAR TEST 8

2.3.4 SENSITIVITY 9

2.3.5 CONSISTENCY 9

2.4 VANE SHEAR TEST 10

2.4.1 THEORY 11

2.4.2 APPARATUS 13

2.4.3 DERIVATION OF EQUATION 13

2.5 CALIFORNIA BEARING RATIO TEST 14

2.5.1 APPLICATIONS OF CBR 16

2.5.2 APPARATUS 17

2.5.3 ROAD PAVEMENT DESIGN

MANUALS 18

3 RESEARCH METHODOLOGY

3.1 INTRODUCTION 20

3.2 COLLECTION OF SAMPLE 20

3.3 SOIL PRELIMINARY TESTING 21

3.4 SOIL SELECTION 21

3.5 PREPARATION OF REMOULDED

SAMPLING 22

3.6 LABORATORY SOIL TESTING 23

3.7 DATA COLLECTION 23

3.8 DATA ANALYSIS 23

4 EXPERIMENTAL PROGRAM

4.1 STANDARD COMPACTION 27

4.2 VANE SHEAR TEST 30

4.3 CBR TEST 32

5 RESULTS AND ANALYSIS

5.1 TYPICAL RANGE OF CBR VALUE 31

5.2 UNDRAINED SHEAR STRENGTH AND

AVERAGE CBR VALUE FOR SOIL

SAMPLE WITH DIFFERENT PI

AND MOISTURE

CONTENT 37

5.3 CBR VALUE VERSUS PLASTIC INDEX

OVER MOISTURE CONTENT 40

5.4 UNDRAINED SHEAR STRENGTH

VERSUS PLASTIC INDEX OVER

MOISTURE CONTENT 41

5.5 CORRELATION OF CBR VALUE

VERSUS UNDRAINED SHEAR

STRENGTH 42

6 CONCLUSIONS AND RECOMMENDATIONS

6.1 CONCLUSIONS 44

6.2 RECOMMENDATIONS 46

REFERENCES 47

APPENDICES 48

LIST OF TABLES

TABLE NO. TITLE PAGE

2.1 Values of undrained shear strength versus

consistency 10

2.2 CBRs for commonly subgrade conditions 19

5.1 CBR value for marine clay 34

5.2 CBR value for white clay 35

5.3 CBR value for white kaolin 36

5.4 Undrained shear strength and average

CBR value of all sample tested. 38

LIST OF FIGURES

FIGURE NO. TITLE PAGE

2.1 Four thin rectangular blades 11

2.2 Sample of soil 12

2.3 Stress distribution on blades 13

2.4 CBR test apparatus 18

3.1 Flowchart of Research Methodology 25

3.2 Preparation of Remoulded Sample Flowchart 26

4.1 Compaction Apparatus 27

4.2 Compaction in CBR mould 29

4.3 Hand held vane shear test 31

4.4 Vaneborer 31

5.1 CBR test graph for marine clay 20% moisture 35

content

5.2 CBR test graph for white clay 30% moisture content 36

5.3 CBR test graph for white kaolin 35% moisture

Content 37

5.4 Graph of CBR value versus plastic index over

moisture content 40

5.5 Graph of Undrained shear strength versus

plastic index over moisture content 41

5.6 Graph correlation of CBR value versus

undrained shear strength from vane shear test 42

LIST OF SYMBOLS

A - Clay Activity

CBR - California Bearing Ratio

CBRBOTTOM - CBR value at bottom face of soil sample

CBRTOP - CBR value at top face of soil sample

D - Diameter of vane

H - Height of vane

LL - Liquid Limit

MDD - Maximum Dry density

OMC - Optimum Moisture content

PI - Plastic Index

tS - Sensitivity

us - Undrained shear strength

T - Applied torque

VST - Vane shear test

LIST OF APPENDICES

APPENDIX TITLE PAGE

A Data for compaction test 48

B Data for vane shear test 57

C Data for CBR test 63

CHAPTER 1

INTRODUCTION

1.1 Background of Study

Geotechnical engineering has been critical to highway construction since

engineers realized that successful civil works depended on the strength and integrity of

the foundation material. Road design and construction over soft ground especially over

very soft and soft marine deposits are interesting engineering challenges to engineers

especially at the approaches to bridges and culverts. Many geotechnical options are

available for engineers consideration. Very soft and soft deposits of river alluvium and

marine deposits are common in Southeast Asia. The river alluvium and marine deposits

normally consist of clay, silty clay and occasionally with intermittent of sand lenses

especially near a major river mouth and delta. The marine deposits in Malaysia are

encountered along the coast of the Peninsular, where they are up to 20km in width.

Embankment design of roads needs to satisfy two important requirements among

others; the stability and settlement. The short term stability for embankment over soft

clay is always more critical than long term simply because the subsoil consolidates with

time under loading and the strength increases. In design, it is very important to check for

the stability of the embankment with consideration for different potential failure surfaces

namely circular and noncircular. It is also necessary to evaluate both the magnitude and

rate of settlement of the subsoil supporting the embankment when designing the

embankment so that the settlement in the long term will not influence the serviceability

and safety of the embankment.

Very often, the non-circular failure is more critical than circular slip failure for

layered soil especially with very soft subsoil at top few meters. Long term stability of

embankment is usually not an issue for embankment over soft marine deposits because

the subsoil would gain strength with time after the excess pore water pressure in the

subsoil dissipates during consolidation. When the analyses based on subsoil and

thickness of embankment indicate multistage construction is required, the construction

of the embankment usually take substantially longer time especially when the cohesive

subsoil does not have sand lenses. However, geometry change requires wide road

reserve due to flatter slope and stabilizing berms. It has been shown that geotechnical

design can be innovative solutions for highway construction problems.

1.2 Problem Statement

Nowadays in Malaysia, there are so many constructions of highways. Since

highways also involve foundation, these means geotechnical aspects are also important

in the highway construction. Shear strength parameters are always associated with the

bearing capacity of the soil. However for highway engineers, they always prefer to use

CBR test to determine the suitable strength for designing road pavement. This research

is to find the correlation between CBR and undrained shear strength of subgrade. It can

provide better understanding between highway and geotechnical engineer.

1.3 Objectives of Research

The aim of the research is to close gap between how to relate CBR and shear

strength of soil in undrained shear strength aspect. The specific objectives of the

research are:

To determine the CBR and undrained shear strength for soil with different

PI and different types of soil.

To establish CBR and undrained shear strength from vane shear of soil

samples at different moisture content.

To establish the correlation between CBR value and undrained shear

strength from vane shear test.

1.4 Scope of Research

The sample used in this research only involved soils from Johor Bahru areas. The

data used in this research are of marine clay, white Kaolin and white clay with different

Plastic Index. The samples for this research are based on compaction sample. The shear

strength obtained from this research are from vane shear test and only limit for silty to

clayey soil since vane shear test is typically performed on soft, saturated cohesive soils.

The correlation in this research covers only for Malaysian practices in predicting CBR

values for subgrade.

.

1.5 Significance of Research

This research will narrow the gap of understanding on soil strength for the

geotechnical and highway engineers. Since these two different disciplines in civil

engineering have their own understanding on the use of soil parameters in design, it is

appropriate to establish some basis for interpretation of CBR in terms of shear strength

parameter and vice versa.

CHAPTER 2

LITERATURE REVIEW

2.1 Cohesive Soil

Cohesive soil is the type of soil that in small soil particle forms and has higher

water content. Cohesive soils consist of silts, clays and organic material. Clay are low

strength and high compressibility and many are sensitive. The clay is consisting of

several minerals. Silica Tetrahedron and Alumina Octahedrons are the basic units to

compose the clay minerals. The size of clay is very small, which is less than 2m and

electrochemically very active. Clay minerals are produced mainly from the chemical

weathering and decomposition of feldspars, such as Orthoclase and Plagioclase and

some Mica.

2.2 Shear Strength of Cohesive Soil

Soil can be classified as being either nonplastic or plastic. The shear strength of

nonplastic soils known as cohesionless soils or granular soils. The shear strength of

plastic soils, known as cohesive soils. Cohesive soils have fines, which are silt and clay

size particles that give the soil a plasticity or ability to be moulded and rolled. Typical

types of cohesive soils are silts and clays. The shear strength of cohesive soil is much

more complicated than the shear strength of cohesionless soils. Also, in general the shear

strengths of cohesive soil tend to be lower than the shear strengths of cohessionless soils.

As a result, more shear induced failures occur in cohesive soils, such as clays, than in

cohesionless soils.

The shear strength of cohesive soil can generally be divided into three broad groups:

1. Undrained shear strength

This is also known as the shear strength based on a total stress analysis. The

purpose of these laboratory tests is to obtain either the undrained shear strength

of the soil or the failure envelope in terms of total stresses. These types of shear

strength tests are often referred to undrained shear strength tests because there is

no change in water content of the soil during the shear portion of the test.

2. Drained shear strength

This is also known as the shear strength of soil based on an effective stress

analysis. The purpose of these laboratory tests is to obtain the effective shear

strength of the based on the failure envelope in terms of effective stress. These

types of shear strength tests are often referred to as drained shear strength tests

because the water content of the soil is allowed to change during shearing.

3. Drained residual shear strength

For some projects, it may be important to obtain the residual shear strength of

cohesive soil, which is defined as the remaining shear strength after a

considerable amount of shear deformation has occurred. The drained residual

shear strength can be applicable to many types of soil conditions where a

considerable amount of shear deformation has already occurred.

In summary, the basic types of laboratory shear strength tests for cohesive

soils are as follows:

Unconsolidated undrained (UU)

Consolidated undrained (CU)

Consolidated undrained with pore water pressure measurements

(CU)

Consolidated drained (CD)

Drained residual shear strength

2.3 Undrained Shear Strength us

As the name implies, the undrained shear strength us refers to a shear condition

where water does not enter or leave the cohesive soil during the shearing process. In

essence, the water content of the soil must remain constant during the shearing process.

There are many projects where the undrained shear strength is used in the design

analysis. In general, these field situations must involve loading or unloading of the

cohesive soil at a rate that is much faster than the shear-induced pore water pressures can

dissipate.

During rapid loading of saturated cohesive soils, the shear-induced pore water

pressure can only dissipate by the flow of water into (negative shear-induced pore water

pressures) or out of (positive shear-induced pore water pressures) the soil. Cohesive soil

has a low permealibility, and if the load is applied quickly enough, there will not be

enough time for water to enter or leave the cohesive soil. For such a quick loading

condition of a saturated cohesive soil, the undrained shear strength us should be used in

analysis.

2.3.1 Unconfined compression test

The unconfined compression test is a very simple type of test that consists of

applying a vertical compressive pressure to a cylinder of laterally unconfined cohesive

soil. The unconfined compression test is also known as a simple compression test.

The unconfined compression test is most frequently performed on cohesive soils

that are in a saturated condition, such as soil obtained from below the groundwater table.

Because the soil specimen is laterally unconfined during testing, the soil specimen must

be able to retain its plasticity during the application of the vertical pressure. In addition,

the soil must not expel water during the compression test. For these reasons, the

unconfined compression test is most frequently performed on saturated clays. Soils that

tend to crumble, fall apart, or bleed water during the application of the vertical pressure

should not be tested.

2.3.3 Vane shear test

Vane shear test also can be used to obtain the undrained shear strength us of

cohesive soil. The vane test is typically performed on soft, saturated cohesive soils, such

as clays located below the groundwater table. The vane shear test basically consists of

inserting a four blade vane into the cohesive soil and then rotating the vane to determine

the torsional force required to shear the cohesive soil is then converted to the undrained

shear resistance of the cylindrical surface.

2.3.4 Sensitivity

The unconfined compressive test and the vane shear test can be performed on

completely remolded soil specimens in order to determine the sensitivity tS is defined as

the undrained shear strength us of an undisturbed soil specimen divided by the

undrained shear strength us of a remolded soil specimen. Based on the sensitivity, the

cohensive soil can be classified as having a low, medium, high, or quick sensitivity.

When a remolded soil specimen is tested, it is important to retain the same water

content of the undisturbed soil. To accomplish this objective, the soil can be placed in a

plastic bag and then thoroughly remolded by continuously squeezing and deforming the

soil. If the soil specimen bleeds water during this process, then the sensitivity cannot be

determined for the soil. After remolding, the soil is carefully pressed down into a mold,

without trapping any air within the soil specimen. Once extruded from the mold, the

remolded soil is ready for testing.

2.3.5 Consistency

The unconfined compressive test and the vane shear test can also be used to

determine the consistency of cohesive soil. The consistency is also known as the degree

of firmness of the soil. Based on the undrained shear strength us of an undisturbed

specimen, cohesive soils are deemed to have a very soft, soft, medium, stiff, very stiff, or

hard consistency. The values of undrained shear strength versus consistency are listed

below:

Table 2.1 : Values of undrained shear strength versus consistency

Cohesive soil consistency Undrained shear strength, kPa Undrained shear strength, psf

Very soft us < 12 us < 250

Soft 12 us < 25 250 us < 500

Medium 25 us < 50 500 us < 1000

Stiff 50 us < 100 1000 us < 2000

Very stiff 100 us < 200 2000 us < 4000

Hard us 200 us 4000

2.4 Vane Shear Test

Vane Shear Test is one of the oldest and most widely used methods where

developed and investigated extensively in Sweden from late 1940s. Similar to the

unconfined compression test, the vane shear test is another type of test that can be used

to obtain the undrained shear strength us of cohesive soil in accordance to BS 1377 : Part

9 : 1980. The vane shear test is typically performed on undisturbed samples and samples

prepared by the standard-compaction procedures.

The structural strength of soil is basically a problem of shear strength. Vane

shear test is a useful method of measuring the shear strength of clay. It is cheaper and

quicker. The laboratory vane shear test for the measurement of shear strength of

cohesive soils is useful for soils of low shear strength (less than 0.3 kg/cm) for which

triaxial or unconfined tests cannot be performed. The undisturbed and remolded strength

obtained are useful for evaluating the sensitivity of soil.

The vane consists of four thin rectangular blades or wings welded to an

extendable circular rod. Generally the height of the vane is about twice of its width. The

vane is pushed into the soil for at least twice its height and is then rotated at a constant

rate of 0.1 to 0.2 degrees per second until the soil is ruptured. The maximum torque

required to shear the cohensive soil is then converted to the undrained shear resistance of

the cylindrical surface.

Figure 2.1 : Four thin rectangular blades

2.4.1 Theory

For the maximum torque, T need to rupture the soil along the surface area of the

cylinder, the shear strength at failure is computed by the following relationship.

T = Su

+

6

D

2

D 32

T

H

D Extendable rod

where

T = applied torque

D, H = diameter and height of vane, respectively

su = undrained shear strength of soil

The equation assumes uniform stress distribution at both horizontal ends of the vane and

the vertical cylindrical surface with the diameter and height equal to that of the vane.

To compute the shear strength at the failure by the following relationship:

Figure 2.2 : Sample of soil

Where

T = applied torque

D, H = diameter and height of vane, respectively

Su = undrained shear strength of soil

T = Su (D2H/2 + D

3/6)

Su = T/ (D2H/2 + D

3/6)

D

H

r

2.4.2 Apparatus

1. Vane shear apparatus - four thin rectangular blades or wings welded to an

extendable circular rod.

2. 4 springs with different elastic coefficients.

2.4.3 Derivation of equation

Figure 2.3 : Stress distribution on blades

Assumed that the soils resistance to shear is equivalent to a uniform shear stress, equal

to the undrained strength of soil, su , and acting on both the perimeter and the ends of the

cylinder.

H

D

Assumed stress

distribution on blades

End torque = 2 su r

0

2 r2 dr with r = D / 2

= 2 su [2 r3 / 3 ]

r

0

= 2 su [2 r3 / 3 ] 2/0

D

= 2 su [2 D3/8

1/3 ]

= [su D3]/ 6

Side torque = su D H D / 2

= [su D2 H ] / 2

The maximum torque, T = [su D2 H ] / 2 + [su D

3]/ 6

= su (D2 H / 2 + D

3 / 6 )

2.5 California Bearing Ratio Test

The California Bearing Ratio (CBR), was developed by The California State

Highways Department. It is in essence a simple penetration test to developed and

evaluate the strength of road subgrades. The strength of the subgrade is the main factor

in determining the thickness of the pavement. The value of the stiffness of the subgrade

is required if the stresses and strains in pavement and subgrade are to be calculated. The

CBR is a comparative measure of the shearing resistance of a soil. It is used in the

design of asphalt pavement structures. This test consists of measure the load required to

cause a plunger of standard size to penetrate a soil specimen at a specified rate. The CBR

is the load, in megapascals required to force a piston into the soil a certain depth,

expressed as a percentage of the load, in megapascals, required to force the piston the

same depth into a standard sample of crushed stone. Usually depths of 2.5 or 5.0 mm are

used, but depth of 7.5, 10 and 12.5 mm may be used if desired. Penetration loads for the

crushed stone have been standardized. The resulting bearing value is known as the

California Bearing Ratio, which generally abbreviated to CBR, with the percent omitted.

Generally, the CBR value for a soil will depend upon its density, molding

moisture content, and moisture content after soaking. Since the product of laboratory

compaction should closely represent the result of field compaction, the first two of these

variables must be carefully controlled during the preparation of laboratory sample for

testing. Unless it can be moisture and be affected by it in the field after construction, the

CBR tests should be performed on soaked sample. It sounds complicated, but the basis

behind it is quiet simple. The resistance of the subgrade were determine to deformation

under the load from vehicle wheels. The CBR test is a way of putting a figure on this

inherent strength, the test is done in a standard manner so the strengths of different

subgrade materials can be compared and these figure can be used as a means of

designing the road pavement required for a particular strength of subgrade. The stronger

the subgrade (the higher the CBR reading) the less thick it is necessary to design and

construct the road pavement, this gives a considerable cost saving. Conversely if CBR

testing indicates the subgrade is weak, a suitable thicker road pavement must be

construct to spread the wheel load over a greater area of the weak subgrade in order that

the weak subgrade material is not deformed, causing the road pavement to fail.

2.5.1 Applications of CBR

The main application of California Bearing Ratio (CBR) is to evaluate the

stiffness modulus and shear strength of subrade. Generally, the subgrade soil cannot bear

the construction and commercial traffic without any distress, therefore; a layer of rigid or

flexible pavement is required to be laid on top of the subgrade to carry the traffic load.

The determination of the thickness of the pavement layer is governed by the

strength of subgrade, thus the information on stiffnes modulus and shear strength of

subgrade are required before any pavement design is carried out. These parameters are

necessary to determine the thickness of the overlaying pavement n order to achieve

optimum and economic design. This stiffness modulus and shear strength of subgrade

are controlled by particularly plasticity, soil type, density, degree of remoulding and

effective stress (The Highway Agency, 1994). The effective stress is dependent on the

stress from the overlying soil layers, the stress history and the suction. In turn, suction is

depends on the moisture content history, soil types and depth of water table.

Due to the number of factors that make the measurement of stiffness modulus

and shear strength of subgrade complicated, it is necessary to adopt a more simplified

test method that can be used as an index test. The CBR test is a simple strength test that

compares the bearing capacity of a material with that of a well graded standard crushed

stone base material. This means that the standard crushed stone material should have a

CBR value of 100%. The resistance of the crushed stone under standardised conditions

is well established. Therefore, the purpose of a CBR test is to determine the relative

resistance of the subgrade material under the same conditions.

If the CBR value of subgrade is high, it means that the subgrade is strong.

Accordingly, the design of pavement thickness can be reduced in conjunction with the

stronger subgrade. Thus it will give a considerable cost saving in term of construction

besides an optimum design. However, if the CBR value of subgrade is weak with low

CBR value, the thickness of pavement shall be increased in order to spread the traffic

load over a greater area of the weak subgrade. This is important to prevent the weak

subgrade material to deform excessively and causing the road pavement fail.

The CBR test is used exclusively n conjunction with pavement design methods

and the method of sample preparation and testing must relate to the assumptions made in

the design method as well as to assumed site conditions. For instance, the design may

assume that soaked CBR value are always used, regardless of actual site conditions

(Carter and Bentley, 1991)

2.5.2 Apparatus

1. 20mm BS test sieve

2. A balance capable of weighing up to 25kg readable and accurate to 5g.

3. A cylinder CBR mould having an internal diameter of 25mm and an

internal effective height of 127mm with detachable base plate and a collar

of 50mm deep.

4. Wooden hammer or rubble mallet

5. 4.5kg metal hammer

6. Spatula

7. Apparatus for moisture content determination.

8. CBR machine for applying the test forces through the plunger, consisting

of a force measuring device and means for applying the forces at a

controlled rate.

Figure 2.4 : CBR test apparatus

2.5.3 Road Pavement Design Manuals and Publications Using CBR Values

The CBR in spite of its limited accuracy still remains the most generally accepted

method of determining subgrade strength, and as such this information, along with

information on traffic flows and traffic growth is used to design road pavements. The

"Transport and Road Research Laboratory Report 1132: The Structural Design of

Bituminous Roads", is the current basic design document for road pavements involving

highly trafficked roads i.e. mainly motorway and trunk roads. Recently published

excellent documents on road foundation/design and including CBR information are:

D.Tp. DESIGN MANUAL HD 25/94, ROAD FOUNDATIONS

D.Tp. DESIGN MANUAL HD 26/94, ROAD PAVEMENT DESIGN.

Also some authorities have their own design documents giving minimum

highway pavement construction requirements for housing/industrial estate roads in

relation to CBR results. It is impossible to summarize the mentioned documents in

limited space, but you will find in them, graphs relating sub-base and road base

thickness to CBR values and cumulative traffic (in million standard axles, m.s.a.'s). Also

information on other methods of obtaining CBR results, which differ to the basic test,

described above is included in some of these publications.

This table is only for guidance; you should refer to a design document for

specific information.

Table 2.2 : CBRs for commonly subgrade conditions

CBR VALUE SUBGRADE

STRENGTH

COMMENTS

3% and less Poor Capping is required

3% - 5% Normal Widely encountered CBR

range capping considered

According to road category

5% - 15% Good Capping normally

unnecessary except on very

heavily trafficked roads.

CHAPTER 3

RESEARCH METHODOLOGY

3.1 Introduction

This chapter discusses the methodology of the research. The process starts from

identifying the research topic, literature review, laboratory soil testing, data collection,

data analysis and finally the expected finding.

3.2 Collection of Sample

The soil sample used in this research involved three types of soil which are

marine clay, UTM white clay and White Kaolin with different Plastic Index. All the

samples are taken from Johor Bahru areas. They should be taken in such a way that they

have not lost fractions of the in situ soil (for example, coarse or fine particles) and,

where strength and compressibility tests are planned, they should be subject to as little

disturbance as possible.

3.3 Soil Preliminary Testing

It is relevant for the samples to required index, classification and compaction

testing. Index tests are the basic and simplest types of laboratory tests performed on soil

samples. Index tests are used to determine the physical properties of the soil. Index tests

can be used to determine phase relationships, soil classification, or special index

properties. The tests performed in the laboratory includes water content, unit weight,

specific gravity test, relative density, particle size distribution and Atterberg limits.

Compaction is a physical process of getting the soil into a dense state can increase the

shear strength, decrease the compressibility, and decrease the permeability of the soil.

There are four basic factors that affect compaction which are soil types, material

gradation, water content and compaction effort.

3.4 Soil Selection

The availability of good engineering parameters for geotechnical design depends

on careful testing. Testing may be carried out in the laboratory or in the field, but in

either case the most important factor controlling the quality of the end result is likely to

be the avoidance of soil disturbance. Soil disturbance can occur during drilling, during

sampling, during transportation and storage, or during preparation for testing. Any

sample of soil being taken from the ground, transferred to the laboratory, and prepared

for testing will be subject to disturbance. The mechanisms associated with this

disturbance can be classified as follows:

1. Changes in stress conditions;

2. Mechanical deformation;

3. Changes in water content and voids ratio; and

4. Chemical changes.

Therefore, soil selection is very important to get the best result for this research.

Since this research needs sample with different Plastic Index, so samples with different

Plastic index in range of 10 to 50 will be selected.

3.5 Preparation of Remoulded Sampling

Prepare the remoulded specimen at maximum dry density or any other density at

which the research required. Compaction is the process of reducing the air ontent by the

application of energy to the moist soil. Compaction increases the number of particles

within a specific volume thereby increasing the shear strength. There are two ways to

prepare the specimen either by dynamic compaction or by static compaction:

Dynamic compaction

Compact the sample in the mould using either light compaction or heavy compaction.

For standard compaction, compact the soil in 3 equal layers, each layer being given 27

blows by the 2.5 kg hammer for compaction mould and 62 blows by the 4.5 kg hammer

for CBR mould. For modify compaction, compact the soil in 5 layers, each layer being

given 27 blows by the 2.5 kg hammer for compaction mould and 62 blows to each layer

by the 4.5 kg hammer for CBR mould.

Static compaction

The sample placed in the CBR mould with a filter paper and the displacer disc on the top

of soil. Keep the mould assembly in static loading frame and compact by pressing the

displacer disc till the level of disc reaches the top of the mould. Different pressure or

load apply to the sample; will produce different moisture content and density of the

sample.

3.6 Laboratory Soil Testing

The soil testing for this research involved three types of soil which are marine

clay, UTM white clay and White kaolin with different Plastic Index. Each types of soil

will divided to four different moisture contents which now produce twelve soil samples

for testing. Since water content is one of the important physical properties of soil

strength. Then, CBR test and vane shear test will conduct to these twelve samples of soil

to give 24 data to establish the correlation graph between CBR value and undrained

shear strength from vane shear test.

3.7 Data Collection

Data are collected from the laboratory soil testing which conducted as stated

above. A total number of 24 soil data from the tests used for this research. Adequate data

is important for carrying out the required analyses in order to achieve the objectives of

the research. This research involved nine sample of soil with different types, Plastic

Index and moisture content because many data are needed to correlate CBR value and

undrained shear strength from vane shear test.

3.8 Data Analysis

In order to meet the expected findings, detailed analysis need to be carried out on

the collected data based on various pressure, moisture content and density of the sample.

The data is calculated and analyzed by means of graphical and correlation method as

well as statistical functions integrated in Microsoft Excel or manually. A relationship

between two or more variables can be obtained by correlation method. This method is

not an experimental but it is a mathematical technique for summarizing the data that

corresponding to more than one variables. Correlation developed will be used as a basis

for prediction. Therefore, this method will be adopted to establish the correlation for this

research.

Figure 3.1 : Flowchart of Research Methodology

SOIL PRELIMINARY TESTING

SOIL SAMPLE SELECTION

COLLECTION OF SAMPLE

PREPARATION OF REMOULDED SAMPLING:

DYNAMIC STANDARD COMPACTION (CBR MOULD)

CONDUCT CBR AND VANE SHEAR TEST

DATA COLLECTION AND DATA ANALYSIS

PROPOSED CORRELATION

CHAPTER 4

EXPERIMENTAL PROGRAM

4.1 Standard Compaction

Compaction of soil is the process by which the solid particles are packed more

closely together, usually by mechanical means, thereby increasing the dry density of the

soil. The dry density which can be achieved depends on the degree of compaction

applied and on the amount of water present in soil. For a given degree of compaction of

a given cohesive soil there is an optimum moisture content at which the dry density

obtained reaches a maximum value.

Figure 4.1: Compaction Apparatus

The compaction procedures are:

1. Determine the weight of the CBR mould + base plate (not the extension),

W1, (lb).

2. Attach the extension to the top of the mould.

3. Pour the moist soil into the mold in 3 equal layers. Each layer should be

compacted uniformly by the 2.5 kg hammer 62 blows before the next

layer of loose soil is poured into the mould.

7. Remove the top attachment from the mould. Be careful not to break off

any of the compacted soil inside the mould while removing the top

attachment.

8. Using a straight edge, trim the excess soil above the mould. Now the top

of the compacted soil will be even with the top of the mould.

9. Determine the weight of the mould + base plate + compacted moist soil

in the mold, W2 (lb).

10. Remove the base plate from the mold. Using a jack, extrude the

compacted soil cylinder from the mold.

11. Take a moisture can and determine its mass, W 3 (g).

12. From the moist soil extruded in Step 10, collect a moisture sample in the

moisture can (Step 11) and determine the mass of the can + moist soil,

W 4 (g).

13. Place the moisture can with the moist soil in the oven to dry to a constant

weight.

14. Break the rest of the compacted soil (to No.4 size) by hand and mix it

with the left- over moist soil in the pan. Add more water and mix it to

raise the moisture content by about 2%.

15. Repeat Steps 6 through 12. In this process, the weight of the mold + base

plate + moist soil (W2) will first increase with the increase in moisture

content and then decrease. Continue the test until at least two

successive down readings are obtained.

16. Determine the mass of the moisture cans + soil samples, W 5 (g) (from

Step 13).

Figure 4.2: Compaction in CBR mould

4.2 Vane Shear Test

This method covers the measurement of the shear strength of a sample of soft to

firm cohesive soil without having to remove it from its container or sampling tube. The

sample therefore does not suffer disturbance due to preparation of a test specimen. The

method may be used for soils that are too soft or too sensitive to enable a satisfactory

compression test specimen to be prepared. The shear strength of the remoulded soil, and

hence the sensitivity, can also be determined. In this research, inspection vane tester, H-

60 was used with the size of four bladed vane of 16 x 32 mm and multiply readings with

2. this size of blade can measure shear strength of 0 to 200 kPa. The procedures are:

1. Connect required vane and extension rods to the inspection vane

instrument. While screwing the vane or rods to instrument hold onto the

lower part.

2. Push the vane into the compacted soil sample. Donot twist the inspection

vane during penetration.

3. Make sure the graduated scale is set to 0positions.

4. Turn handle clockwise. Turn as slow as possible with constant speed.

5. When the lower part follows the upper part around or even falls back,

failure and maximum shear strength is obtained in the clay at the vane.

6. Holding handle firmly, allow it to return to 0 position.

7. Note the reading on the graduated scale. Do not touch or in any way

disturb the position of the graduated ring till the reading is taken.

8. To measure the friction between clay and the extension rods: extension

rods and vane shaft without vane are pushed into the soil sample to the

depth required for shear force measurements. The friction value thus

obtained is used to evaluate the actual shear strength from the measured

shear strength.

Figure 4.3: Hand held vane shear test

Figure 4.4: Vaneborer

4.3 California Bearing Ratio Test

CBR test is to determine the relationship between force and penetration when a

cylindrical plunger of a standard cross-sectional area is made to penetrate the soil at a

given rate. At certain values of penetration ratio of the applied force to a standard force,

expressed as percentage, is defined as the California Bearing Ratio (CBR). The

penetration test procedures are:

1. Place the mould with baseplate containing the sample, with the top face

of the sample exposed, centrally on the lower platen of the testing

machine.

2. Place the appropriate annular surcharge discs on top of the sample.

3. Fit it into place the cylindrical plunger and force-measuring device

assembly with the face of the plunger resting on the surface of the

sample.

4. Apply a seating force to the plunger, depending on the epected CBR

value, as follows,

a. For CBR value up to 5% apply 10 N

b. For CBR value from 5% to 30%, apply 50 N

c. For CBR value above 30% apply 250 N

5. Record the reading of the force-measuring device as the initial zero

reading.

6. Secure the penetration dial gauge in position. Record its initial zero

reading.

7. Start the test so that the plunger penetrates the sample at a uniform rate of

1 0.2mm/min, and at the same instant start timer.

8. Record the readings of the force gauge at the intervals of penetration of

0.25 mm, to a total penetration not exceeding 7.5 mm

9. Carry out the test on base by repeating all the above procedures.

Figure 4.5: CBR test apparatus

CHAPTER 5

RESULTS AND ANALYSIS

5.1 Typical Range of CBR Value

The CBR values from the data had been obtained from the soil samples. For

purpose of analysis, these tables below showed the CBR values and example of CBR

test graph for each type of soil obtained from 12 samples of soil .

Table 5.1 : CBR value for marine clay

CBR values 20% moisture content 2.5mm 5.0mm

Top (%) 10.837 10.697

Bottom (%) 14.637 12.673


Top (%) 3.852 5.195

Bottom (%) 8.654 7.938


Top (%) 1.900 2.010

Bottom (%) 2.799 2.691


Top (%) 0.796 0.988

Bottom (%) 1.104 1.192

CBR TEST GRAPH

0.000

0.500

1.000

1.500

2.000

2.500

3.000

3.500

0.000 2.000 4.000 6.000 8.000

PENETRATION OF PLUNGER(mm)

FORCE OF PLUNGER(kN)

bottom top

Figure 5.1 : CBR test graph for marine clay 20% moisture content

Table 5.2 : CBR value for white clay


Top (%) 2.764 3.545

Bottom (%) 4.515 4.706


Top (%) 0.645 0.810

Bottom (%) 0.875 1.039


Top (%) 0.334 0.392

Bottom (%) 0.488 0.528


Top (%) 0.090 0.094

Bottom (%) 0.103 0.119

CBR TEST GRAPH

0.000

0.200

0.400

0.600

0.800

1.000

1.200

1.400

0.000 1.000 2.000 3.000 4.000 5.000 6.000 7.000 8.000



bottom top

Figure 5.2 : CBR test graph for white clay 30% moisture content

Table 5.3 : CBR value for white kaolin


Top (%) 0.745 0.877

Bottom (%) 1.027 1.431


Top (%) 0.387 0.609

Bottom (%) 0.677 0.737


Top (%) 0.483 0.497

Bottom (%) 0.532 0.609


Top (%) 0.077 0.128

Bottom (%) 0.154 0.196

CBR TEST GRAPH

0.000

0.050

0.100

0.150

0.200

0.000 2.000 4.000 6.000 8.000



bottom top

Figure 5.3 : CBR test graph for white kaolin 35% moisture content

5.2 Average CBR Value and Undrained Shear Strength for Soil Samples with

Different PI and Moisture Content

According to BS 1377(1990) Part 4, California Bearing Ratio (CBR) values can

be obtained from the top and bottom end of the soil sample and the values obtained shall

be indicated separately in the test report. As stated in BS, the CBR values shall be

reported as CBR value at top face (CBRTOP) and CBR value at bottom face

(CBRBOTTOM) in two significant values. But in this research, the average value of

CBRTOP and CBRBOTTOM is used since the results from the both end of the sample are

within 10% of the mean value.

Undrained shear strength determined using a vane that is inserted into soft

sediment and rotated until the sediment fails. The moisture contents choose for soil

samples are greater than the optimum moisture content of each soil until the moisture

content before the samples become slurry and cannot be compacted. Since vane shear

test is typically performed on soft, saturated cohesive soils. The soil samples for vane

shear test also compacted in CBR mould to get the same undrained shear strength with

the same moisture content for the CBR test samples. From the 24 soil samples had been

tested, the CBR value and undrained shear strength from vane shear test for soil with

different PI and different moisture content had been determined.

Table 5.4 : Undrained shear strength and average CBR value of all sample tested.

TYPE OF SOIL PLASTIC

INDEX

MOISTURE

CONTENT

(%)

UNDRAINED

SHEAR

STRENGTH

FROM VST

(kPa)

AVERAGE

CBR

VALUE

(%)

Marine Clay 17.5 20 146 12.74

Marine Clay 17.5 23 111 6.93

Marine Clay 17.5 27 76 2.41

Marine Clay 17.5 30 50 1.09

White Clay 26 30 100.5 4.13

White Clay 26 33 46 0.93

White Clay 26 37 30 0.46

White Clay 26 40 23.5 0.11

White Kaolin 14.5 25 98 1.15

White Kaolin 14.5 30 34 0.67

White Kaolin 14.5 35 12 0.55

White Kaolin 14.5 40 6 0.16

Table 5.4 summarizes the CBR values and undrained shear strengths for marine

clay, white clay and white kaolin based on the 24 soil tested data. As seen in the table,

all the plastic index of the soil are in the range of 10 to 50%. Where the plastic index for

marine clay is 17.5%, white clay is 26% and white kaolin is 14.5%. All the soil samples

were taken from Johor Bahru areas which marine clay is from, white clay from , and

White kaolin from Kahang, Johor. The undrained shear strength from vane shear test for

all samples was in the range of 6 to 146 kPa. Which white kaolin sample with the

moisture content of 40% have the lowest undrained shear strength and marine clay

samples with 20 % moisture content have the highest undrained shear strength.

Meanwhile, the average CBR value for all samples was in the range of 0.11% to 12.74%.

These results showed that plastic index and moisture content affected the shear

strength and CBR value of the soils. Three published graphs have been selected for

evaluation in the study. The graphs were CBR value versus plastic index over moisture

content, undrained shear strength versus plastic index over moisture content and

correlation between CBR value versus undrained shear strength.

5.3 CBR Value Versus Plastic Index Over Moisture Content

CBR VALUE VS (PI/MOISTURE CONTENT)

0

2

4

6

8

10

12

14

0.3 0.4 0.5 0.6 0.7 0.8 0.9 1

PI/MOISTURE CONTENT

CBR VALUE (%)

marine clay white kaolin white clay

Figure 5.4: Graph of CBR value versus plastic index over moisture content

Based on the figure 5.1, it can be seen that the CBR values are proportional to the

plastic index. Therefore, the CBR value will increase with the increasing of plastic

index. For example, these three different types of soil in the same moisture content of

30% showed different CBR value which marine clay is 1.09%, white clay is 4.13% and

white kaolin is 0.67%. So from this result known that plastic index affects the CBR

value where soil sample with higher plastic index also have the higher CBR value and

vice versa. Meanwhile, the CBR values are inversely proportional with the moisture

contents. The increasing of moisture content will decrease the CBR value. From the data

can be seen that in a type of oil sample, for example marine clay soil, the highest

moisture content will produced the lowest CBR value compared to the three other

samples with lower content of moisture.

5.4 Undrained Shear Strength Versus Plastic Index Over Moisture Content

SHEAR STRENGTH VS (PI/MOISTURE CONTENT)

0

20

40

60

80

100

120

140

160

0.3 0.4 0.5 0.6 0.7 0.8 0.9 1

PI/MOISTURE CONTENT

SHEAR STRENGTH(kPa)

Marine clay White kaolin White clay

Figure 5.5: Graph of Undrained shear strength versus plastic index over moisture

content

Figure 5.2 showed a graph which is almost similar to figure 5.1. Based on this

graph, the recorded range of undrained shear strengths are widely spread within 6 to 146

kPa which the difference for the highest and lowest strength is 140 kPa. The highest

undrained shear strength is from marine clay sample with 20% of misture content.

Meanwhile, white kaolin sample with 40% of moisture content produce the lowest

undrained shear strength out of the 24 samples. So we can conclude that, the undrained

shear strength of soil samples is also propotional with the plastic index. But the

undrained shear strength of soil samples is inversely proportional with the moisture

content. These mean, the undrained shear strength will decreases with the increasing of

moisture content in the soil.

5.5 Correlation Between CBR Value and Undrained Shear Strength

CBR VALUE VS UNDRAINED SHEAR STRENGTH

y = 0.0248x

R2 = 0.8027

y = 0.1212x - 7.0023

R2 = 0.7665

0

2

4

6

8

10

12

14

0 20 40 60 80 100 120 140 160

UNDRAINED SHEAR STRENGTH(kPa)

CBR V

ALUE(%

)

Figure 5.6: Graph correlation of CBR value versus undrained shear strength from

vane shear test

The plot of the CBR value against the undrained shear strength is presented in

Figure 5.3 based on the 24 soil data for three types of soft soils. Two best fit straight

lines were obtained from the plotted data as shown in the figure 1. The lines can be

represented by two linear equations as shown below:

1. For undrained shear strength in the range 0 73 kPa;

CBR value (average) = 0.0248x

2. For undrained shear strength in the range 73 146 kPa;

CBR value (average) = 0.1212x - 7.0023

Where; x = undrained shear strength

Based on the equation, CBR value can be predicted by knowing the value of undrained

shear strength or vice versa. It is observed that the average CBR value will be increase

with the increasing of undrained shear strength. As the CBR value can be correlated with

the undrained shear strength, it is a good indication that undrained shear strength can be

used to predict a CBR value for the soil.

CHAPTER 6

CONCLUSIONS AND RECOMMENDATIONS

6.1 CONCLUSIONS

Soil data had been obtained and analysed accordingly within the scope of the

study. All soil informations were obtained from laboratory tests accordance to British

Standard. Data acquired for analyses are from CBR values for top and bottom end of soil

samples, plastic index, moisture content and undrained shear strength from vane shear

test. Total soil data obtained was 24 numbers and three graphs have been made

according to certain circumstance and factors for evaluation in the study.

Based on the analyses carried out, the conclusion of the study can be summarized

as follow:

1. CBR value and undrained shear strength from vane shear test are

proportional with Plastic Index over moisture content. Therefore, CBR

value and undrained shear strength will increase with the increasing of

Plastic index over moisture content.

2. CBR value and undrained shear strength from vane shear test of soil

samples are inversely proportional with the moisture content. This mean,

CBR value and undrained shear strength will decrease with the increasing

of the moisture content.

3. The correlation between CBR value and undrained shear strength from

vane shear test had been established. From the correlation, CBR value can

be predicted using either one of these two linear equations depends on the

value of undrained shear strength :

i. Undrained shear strength in the range of 0 73 kPa:

CBR value (average) = 0.0248 x (undrained shear strength)

ii. Undrained shear strength in the range of 73 146 kPa:

CBR value (average) = 0.1212x (undrained shear strength) - 7.0023

4. The established correlation can close the gap between geotechnical and

highway engineer in undrained shear strength aspect for designing road

pavement in Malaysia.

6.2 RECOMMENDATIONS

Due to time constraints and limited soil data obtained for the soil samples, there

are some aspects which have not been covered in the study. Following are some

recommendations that can be carried out for future study or research in the subject of

correlation between CBR value and undrained shear strength from vane shear test:

1. The sample of soils used in this study are only limited to three types of

cohesionless soils which are marine clay, white clay and white kaolin. It

will be interesting to obtain more different types of soil such as Redish

brown clay, Light yellowish clay, etc for further study.

2. More data for soil samples should be obtained to evaluate a better

correlation. Since in this study, only 24 numbers of data obtained to

establish the correlation.

3. Establish the correlations using soil samples from other states in Malaysia

rather than Johor areas.

4. Correlate CBR value with undrained shear strength from other method

such as unconfined compression test. To compared which correlation is

more precise.

REFERENCES

1. British standards Institution (1990), Methods of Test for Civil Engineering

Purposes, London, BS 1377.

2. SAM 4062 Civil Engineering Laboratory II, Pejabat Akademik, Fakulti

Kejuruteraan Awam, UTM, 2003.

3. Soil Manual For The Design of Asphalt Pavement Structure, The Asphalt

Institute, USA, 1988.

4. Rodrigo Saldago, The Engineering of foundations, Purdue University.

5. C. R Scott(1980), An Introduction to Soil Mechanics and foundations,

Applied Science Publishers LTD, London.

6. P Purushothama Raj (1995), Geotechnical Engineering New Delhi Tata

McGraw Hill.

7. Terzaghi, K., Peck, R.B and Mesri, G. (1996) Soils Mechanics in Engineering

Practice. 3rd edition, United States of America: John Wiley & Sons, Inc.

APPENDIX A

Data for Compaction test

Marine Clay

PERCENTAGE 16%

MOULD(Kg) 3.692

MOULD + SOIL(Kg) 5.404

COMPACTED SAMPLE(Kg) 1.712

BULK DENSITY(Mg/m) 1.712

DRY DENSITY(Mg/m) 1.482

CONTAINER CONTAINER

CONTAINER

+ WETSOIL

CONTAINER

+ DRY SOIL DRY SOIL

MOISTURE

CONTENT

A 6.592 10.562 10.009 3.417 16.184

B 6.936 10.152 9.725 2.789 15.310

T 6.649 10.723 10.188 3.539 15.117

AVERAGE 15.537%

PERCENTAGE 21%

MOULD(Kg) 3.224





CONTAINER CONTAINER

CONTAINER

+ WETSOIL

CONTAINER

+ DRY SOIL DRY SOIL

MOISTURE

CONTENT

A 6.781 10.908 10.162 3.381 22.064

B 6.717 12.076 11.223 4.506 18.930

T 7.272 17.051 15.318 8.046 21.539

AVERAGE 20.844%

PERCENTAGE 25%

MOULD(Kg) 3.224





CONTAINER CONTAINER

CONTAINER

+ WETSOIL

CONTAINER

+ DRY SOIL DRY SOIL

MOISTURE

CONTENT

A 6.522 17.026 14.934 8.412 24.869

B 6.685 20.115 17.463 10.778 24.606

T 6.753 17.118 15.059 8.306 24.789

AVERAGE 24.755

PERCENTAGE 27%

MOULD(Kg) 3.224





CONTAINER CONTAINER

CONTAINER

+ WETSOIL

CONTAINER

+ DRY SOIL DRY SOIL

MOISTURE

CONTENT

A 6.75 14.751 13.093 6.343 26.139

B 6.725 17.332 15.068 8.343 27.137

T 6.525 22.685 19.211 12.686 27.385

AVERAGE 26.887%

PERCENTAGE 30%

MOULD(Kg) 3.292





CONTAINER CONTAINER

CONTAINER

+ WETSOIL

CONTAINER

+ DRY SOIL DRY SOIL

MOISTURE

CONTENT

A 6.75 14.944 13.093 6.343 29.182

B 6.725 17.628 15.068 8.343 30.684

T 6.525 23.111 19.211 12.686 30.743

AVERAGE 30.203%

DRY DENSITY VS MOISTURE CONTENT(MARINE CLAY)

1.46

1.48

1.5

1.52

1.54

1.56

1.58

1.6

10 15 20 25 30

%

Mg/m

White Clay

PERCENTAGE 10%

MOULD(Kg) 3.259


COMPACTED

SAMPLE(Kg) 1.474



CONTAINER CONTAINER

CONTAINER

+ WETSOIL

CONTAINER

+ DRY SOIL DRY SOIL

MOISTURE

CONTENT

A 7.167 11.104 10.767 3.6 9.361

B 6.672 11.811 11.344 4.672 9.996

T 6.745 20.305 19.101 12.356 9.744

AVERAGE 9.700%

PERCENTAGE 17%

MOULD(Kg) 3.259


COMPACTED

SAMPLE(Kg) 1.703



CONTAINER CONTAINER

CONTAINER

+ WETSOIL

CONTAINER

+ DRY SOIL DRY SOIL

MOISTURE

CONTENT

A 6.695 14.649 13.682 6.987 13.840

B 6.7 17.55 16.193 9.493 14.295

T 6.893 17.737 15.723 8.83 22.809

AVERAGE 16.981%

PERCENTAGE 20%

MOULD(Kg) 3.29


COMPACTED

SAMPLE(Kg) 1.815



CONTAINER CONTAINER

CONTAINER

+ WETSOIL

CONTAINER

+ DRY SOIL DRY SOIL

MISTURE

CONTENT

A 6.783 13.338 12.308 5.525 18.643

B 6.833 13.075 11.969 5.136 21.534

T 6.868 18.51 16.523 9.655 20.580

AVERAGE 20.252%

PERCENTAGE 24%

MOULD(Kg) 3.29


COMPACTED

SAMPLE(Kg) 1.929



CONTAINER CONTAINER

CONTAINER

+ WETSOIL

CONTAINER

+ DRY SOIL DRY SOIL

MOISTURE

CONTENT

A 6.799 17.246 15.298 8.499 22.920

B 6.832 22.788 19.716 12.884 23.844

T 6.998 26.796 22.796 15.798 25.320

AVERAGE 24.028%

PERCENTAGE 29%

MOULD(Kg) 3.29


COMPACTED

SAMPLE(Kg) 1.939



CONTAINER CONTAINER

CONTAINER

+ WETSOIL

CONTAINER

+ DRY SOIL DRY SOIL

MOISTURE

CONTENT

A 18.047 37.469 33.296 15.249 27.366

B 10.195 25.937 22.472 12.277 28.224

T 9.651 38.971 32.188 22.537 30.097

AVERAGE 28.562%

PERCENTAGE 35%

MOULD(Kg) 3.259


COMPACTED

SAMPLE(Kg) 1.936



CONTAINER CONTAINER

CONTAINER

+ WETSOIL

CONTAINER

+ DRY SOIL DRY SOIL

MOISTURE

CONTENT

A 10.49 31.251 26.016 15.526 33.718

B 10.155 37.04 30.072 19.917 34.985

T 9.994 43.653 34.925 24.931 35.009

AVERAGE 34.570%

PERCENTAGE 37%

MOULD(Kg) 3.259


COMPACTED

SAMPLE(Kg) 1.861



CONTAINER CONTAINER

CONTAINER

+ WETSOIL

CONTAINER

+ DRY SOIL DRY SOIL

MOISTURE

CONTENT

A 27.683 54.717 47.466 19.783 36.653

B 10.282 57.84 44.922 34.64 37.292

T 7.078 45.833 35.128 28.05 38.164

AVERAGE 37.370%

DRY DENSITY VS MOISTURE CONTENT(WHITE CLAY)

1.3

1.35

1.4

1.45

1.5

1.55

1.6

5 10 15 20 25 30 35 40

%

Mg/m

White Kaolin

PERCENTAGE 11%

MOULD(Kg) 3.17


COMPACTED

SAMPLE(Kg) 1.44



CONTAINER CONTAINER

CONTAINER

+ WETSOIL

CONTAINER

+ DRY SOIL DRY SOIL

MOISTURE

CONTENT

A 7.17 24.937 23.178 16.008 10.988

B 6.809 26.647 24.755 17.946 10.543

T 6.897 26.643 24.715 17.818 10.821

AVERAGE 10.784%

PERCENTAGE 15%

MOULD(Kg) 3.17


COMPACTED

SAMPLE(Kg) 1.68



CONTAINER CONTAINER

CONTAINER

+ WETSOIL

CONTAINER

+ DRY SOIL DRY SOIL

MOISTURE

CONTENT

A 6.956 23.981 21.8 14.844 14.693

B 6.811 28.888 25.951 19.14 15.345

T 6.758 27.503 24.802 18.044 14.969

AVERAGE 15.002%

PERCENTAGE 20%

MOULD(Kg) 3.17


COMPACTED

SAMPLE(Kg) 1.78



CONTAINER CONTAINER

CONTAINER

+ WETSOIL

CONTAINER

+ DRY SOIL DRY SOIL

MOISTURE

CONTENT

A 6.864 46.592 40.136 33.272 19.404

B 6.826 40.688 35.128 28.302 19.645

T 6.819 45.734 39.333 32.514 19.687

AVERAGE 19.579%

PERCENTAGE 24%

MOULD(Kg) 3.17


COMPACTED

SAMPLE(Kg) 1.78



CONTAINER CONTAINER

CONTAINER

+ WETSOIL

CONTAINER

+ DRY SOIL DRY SOIL

MOISTURE

CONTENT

A 18.038 43.149 38.251 20.213 24.232

B 6.786 51.227 42.47 35.684 24.540

T 9.571 44.471 37.703 28.132 24.058

AVERAGE 24.277%

PERCENTAGE 30%

MOULD(Kg) 3.17


COMPACTED

SAMPLE(Kg) 1.93



CONTAINER CONTAINER

CONTAINER

+ WETSOIL

CONTAINER

+ DRY SOIL DRY SOIL

MOISTURE

CONTENT

A 9.571 33.077 27.644 18.073 30.061

B 10.156 42.222 34.845 24.689 29.880

T 9.719 48.445 39.522 29.803 29.940

AVERAGE 29.960%

PERCENTAGE 37%

MOULD(Kg) 3.17


COMPACTED

SAMPLE(Kg) 1.79



CONTAINER CONTAINER

CONTAINER

+ WETSOIL

CONTAINER

+ DRY SOIL DRY SOIL

MOISTURE

CONTENT

A 9.99 42.516 34.092 24.102 34.951

B 6.921 44.01 33.405 26.484 40.043

T 6.73 31.047 24.772 18.042 34.780

AVERAGE 36.591%

DRY DENSITY VS MOISTURE CONTENT(KAOLIN)

1.25

1.3

1.35

1.4

1.45

1.5

5 10 15 20 25 30 35 40

Moisture Content(%)

Dry

Density(M

g/m

)

APPENDIX B

Data for Vane Shear Test

Marine Clay

Mass of mould+compacted

soil(kg) 9.780 mass of container(g) 6.888

Mass of mould(kg) 5.619

mass of container+wet

soil(g) 17.512

mass of compacted

sample(kg) 4.161

mass of container+dry

soil(g) 15.715

bulk density(Mg/m) 1.806 mass of dry soil(g) 8.827

dry density(Mg/m) 1.500 moisture content (%) 20.358

FRACTION TNH & BESI 84

FRACTION TNH & BILAH 22

FACTOR 2

UNDRAINED SHEAR STRENGTH(kPa) 146





soil(g) 22.858

mass of compacted

sample(kg) 4.358


soil(g) 19.908





FACTOR 2


Marine Clay





soil(g) 22.307

mass of compacted

sample(kg) 4.418


soil(g) 18.990





FACTOR 2






soil(g) 25.999

mass of compacted

sample(kg) 4.410


soil(g) 21.602





FACTOR 2


White Clay





soil(g) 16.688

mass of compacted

sample(kg) 4.275


soil(g) 14.386




FRACTION TNH & BILAH 7.5

FACTOR 2

UNDRAINED SHEAR STRENGTH(kPa) 100.5





soil(g) 20.792

mass of compacted

sample(kg) 4.284


soil(g) 17.354





FACTOR 2


White Clay





soil(g) 25.714

mass of compacted

sample(kg) 4.308


soil(g) 21.525





FACTOR 2






soil(g) 15.131

mass of compacted

sample(kg) 4.312


soil(g) 12.671




FRACTION TNH & BILAH 0.5

FACTOR 2

UNDRAINED SHEAR STRENGTH(kPa) 23.5

White Kaolin





soil(g) 14.237

mass of compacted

sample(kg) 4.268


soil(g) 12.725





FACTOR 2






soil(g) 23.636

mass of compacted

sample(kg) 4.188


soil(g) 19.698





FACTOR 2


White Kaolin





soil(g) 24.564

mass of compacted

sample(kg) 4.219


soil(g) 19.996





FACTOR 2






soil(g) 30.923

mass of compacted

sample(kg) 4.181


soil(g) 24.072





FACTOR 2


APPENDIX C

Data for CBR test

Marine Clay

Mould+compacted soil(kg) 9.767 Mass of container(g) 9.799

Mass of mould(kg) 5.612 Container+wet soil(g) 19.573

Mass of compacted sample(kg) 4.155 Container+dry soil(g) 17.943

Bulk density(Mg/m) 1.803 Mass of dry soil(g) 8.144

Dry density(Mg/m) 1.502 Moisture content(%) 20.015

gauge reading(div) force(kN)

penetration(mm) top bottom top bottom

0.000 0.000 0.000 0.000 0.000

0.250 54.000 110.000 0.184 0.374

0.500 98.000 195.000 0.333 0.663

0.750 171.000 265.000 0.581 0.901

1.000 227.000 330.000 0.772 1.122

1.250 270.000 385.000 0.918 1.309

1.500 302.000 435.000 1.027 1.479

1.750 333.000 475.000 1.132 1.615

2.000 364.000 510.000 1.238 1.734

2.250 393.000 543.000 1.336 1.846

2.500 422.000 570.000 1.435 1.938

2.750 441.000 596.000 1.499 2.026

3.000 469.000 619.000 1.595 2.105

3.250 494.000 640.000 1.680 2.176

3.500 519.000 658.000 1.765 2.237

3.750 539.000 674.000 1.833 2.292

4.000 558.000 688.000 1.897 2.339

4.250 576.000 703.000 1.958 2.390

4.500 593.000 717.000 2.016 2.438

4.750 610.000 731.000 2.074 2.485

5.000 628.000 744.000 2.135 2.530

5.250 644.000 756.000 2.190 2.570

5.500 660.000 769.000 2.244 2.615

5.750 676.000 779.000 2.298 2.649

6.000 693.000 790.000 2.356 2.686

6.250 708.000 799.000 2.407 2.717

6.500 723.000 808.000 2.458 2.747

6.750 737.000 817.000 2.506 2.778

7.000 753.000 826.000 2.560 2.808

7.250 765.000 834.000 2.601 2.836

7.500 779.000 841.000 2.649 2.859

Marine Clay








0.000 0.000 0.000 0.000 0.000

0.250 19.000 43.000 0.065 0.146

0.500 32.000 79.000 0.109 0.269

0.750 47.000 129.000 0.160 0.439

1.000 63.000 180.000 0.214 0.612

1.250 77.000 214.000 0.262 0.728

1.500 91.000 245.000 0.309 0.833

1.750 105.000 273.000 0.357 0.928

2.000 119.000 296.000 0.405 1.006

2.250 136.000 318.000 0.462 1.081

2.500 150.000 337.000 0.510 1.146

2.750 165.000 355.000 0.561 1.207

3.000 181.000 372.000 0.615 1.265

3.250 196.000 388.000 0.666 1.319

3.500 212.000 400.000 0.721 1.360

3.750 228.000 413.000 0.775 1.404

4.000 244.000 425.000 0.830 1.445

4.250 261.000 436.000 0.887 1.482

4.500 275.000 447.000 0.935 1.520

4.750 290.000 457.000 0.986 1.554

5.000 305.000 466.000 1.037 1.584

5.250 319.000 475.000 1.085 1.615

5.500 336.000 485.000 1.142 1.649

5.750 351.000 493.000 1.193 1.676

6.000 366.000 501.000 1.244 1.703

6.250 379.000 509.000 1.289 1.731

6.500 392.000 517.000 1.333 1.758

6.750 404.000 524.000 1.374 1.782

7.000 416.000 533.000 1.414 1.812

7.250 426.000 540.000 1.448 1.836

7.500 436.000 547.000 1.482 1.860

Marine Clay








0.000 0.000 0.000 0.000 0.000

0.250 17.000 29.000 0.058 0.099

0.500 25.000 43.000 0.085 0.146

0.750 33.000 54.000 0.112 0.184

1.000 40.000 65.000 0.136 0.221

1.250 45.000 73.000 0.153 0.248

1.500 53.000 81.000 0.180 0.275

1.750 58.000 88.000 0.197 0.299

2.000 63.000 96.000 0.214 0.326

2.250 69.000 102.000 0.235 0.347

2.500 74.000 109.000 0.252 0.371

2.750 78.000 114.000 0.265 0.388

3.000 83.000 120.000 0.282 0.408

3.250 88.000 125.000 0.299 0.425

3.500 94.000 130.000 0.320 0.442

3.750 97.000 135.000 0.330 0.459

4.000 101.000 140.000 0.343 0.476

4.250 106.000 145.000 0.360 0.493

4.500 109.000 150.000 0.371 0.510

4.750 113.000 154.000 0.384 0.524

5.000 118.000 158.000 0.401 0.537

5.250 121.000 162.000 0.411 0.551

5.500 125.000 166.000 0.425 0.564

5.750 129.000 170.000 0.439 0.578

6.000 134.000 174.000 0.456 0.592

6.250 137.000 177.000 0.466 0.602

6.500 141.000 181.000 0.479 0.615

6.750 145.000 184.000 0.493 0.626

7.000 148.000 188.000 0.503 0.639

7.250 152.000 191.000 0.517 0.649

7.500 155.000 194.000 0.527 0.660

Marine Clay








0.000 0.000 0.000 0.000 0.000

0.250 54.000 110.000 0.184 0.374

0.500 98.000 195.000 0.333 0.663

0.750 171.000 265.000 0.581 0.901

1.000 227.000 330.000 0.772 1.122

1.250 270.000 385.000 0.918 1.309

1.500 302.000 435.000 1.027 1.479

1.750 333.000 475.000 1.132 1.615

2.000 364.000 510.000 1.238 1.734

2.250 393.000 543.000 1.336 1.846

2.500 422.000 570.000 1.435 1.938

2.750 441.000 596.000 1.499 2.026

3.000 469.000 619.000 1.595 2.105

3.250 494.000 640.000 1.680 2.176

3.500 519.000 658.000 1.765 2.237

3.750 539.000 674.000 1.833 2.292

4.000 558.000 688.000 1.897 2.339

4.250 576.000 703.000 1.958 2.390

4.500 593.000 717.000 2.016 2.438

4.750 610.000 731.000 2.074 2.485

5.000 628.000 744.000 2.135 2.530

5.250 644.000 756.000 2.190 2.570

5.500 660.000 769.000 2.244 2.615

5.750 676.000 779.000 2.298 2.649

6.000 693.000 790.000 2.356 2.686

6.250 708.000 799.000 2.407 2.717

6.500 723.000 808.000 2.458 2.747

6.750 737.000 817.000 2.506 2.778

7.000 753.000 826.000 2.560 2.808

7.250 765.000 834.000 2.601 2.836

7.500 779.000 841.000 2.649 2.859

Marine Clay








0.000 0.000 0.000 0.000 0.000

0.250 4.000 15.000 0.014 0.051

0.500 8.000 18.000 0.027 0.061

0.750 11.000 21.000 0.037 0.071

1.000 14.000 24.000 0.048 0.082

1.250 17.000 26.000 0.058 0.088

1.500 20.000 31.000 0.068 0.105

1.750 22.500 34.000 0.077 0.116

2.000 25.000 37.000 0.085 0.126

2.250 28.000 39.500 0.095 0.134

2.500 31.000 43.000 0.105 0.146

2.750 34.000 46.000 0.116 0.156

3.000 37.000 49.000 0.126 0.167

3.250 40.000 52.000 0.136 0.177

3.500 43.000 55.000 0.146 0.187

3.750 46.000 58.000 0.156 0.197

4.000 49.000 62.000 0.167 0.211

4.250 52.000 64.000 0.177 0.218

4.500 54.000 66.000 0.184 0.224

4.750 56.000 68.000 0.190 0.231

5.000 58.000 70.000 0.197 0.238

5.250 60.000 73.000 0.204 0.248

5.500 63.000 75.000 0.214 0.255

5.750 65.000 77.000 0.221 0.262

6.000 67.000 79.000 0.228 0.269

6.250 69.000 81.000 0.235 0.275

6.500 71.000 83.000 0.241 0.282

6.750 73.000 85.000 0.248 0.289

7.000 75.000 87.000 0.255 0.296

7.250 77.000 89.000 0.262 0.303

7.500 79.000 91.000 0.269 0.309

White Clay








0.000 0.000 0.000 0.000 0.000

0.250 7.000 12.000 0.043 0.073

0.500 13.000 26.000 0.079 0.159

0.750 19.000 40.000 0.116 0.244

1.000 25.000 50.000 0.153 0.305

1.250 32.000 60.000 0.195 0.366

1.500 37.000 69.000 0.226 0.421

1.750 43.000 77.000 0.262 0.470

2.000 49.000 85.000 0.299 0.519

2.250 55.000 92.000 0.336 0.561

2.500 60.000 98.000 0.366 0.598

2.750 66.000 104.000 0.403 0.634

3.000 72.000 109.000 0.439 0.665

3.250 77.000 115.000 0.470 0.702

3.500 83.000 121.000 0.506 0.738

3.750 89.000 127.000 0.543 0.775

4.000 94.000 133.000 0.573 0.811

4.250 100.000 138.000 0.610 0.842

4.500 106.000 143.000 0.647 0.872

4.750 111.000 149.000 0.677 0.909

5.000 116.000 154.000 0.708 0.939

5.250 120.000 159.000 0.732 0.970

5.500 126.000 164.000 0.769 1.000

5.750 130.000 168.000 0.793 1.025

6.000 136.000 173.000 0.830 1.055

6.250 142.000 177.000 0.866 1.080

6.500 146.000 182.000 0.891 1.110

6.750 150.000 185.

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